STABILIZATION OF BLACK COTTON SOIL BY USING LIMESTABILIZATION OF BLACK COTTON SOIL BY USING LIME STONE B.JAYA PRAKASH REDDY 1, S.AANDAVAN 2 1Final Year Student, Department Of Civil

STABILIZATION OF BLACK COTTON SOIL BY USING LIME

STONE

B.JAYA PRAKASH REDDY1, S.AANDAVAN2

1Final Year Student, Department Of Civil Engineering, SAVEETHA SCHOOL OF ENGINEERING,

SIMTS, CHENNAI, INDIA.

2 Associate Professor, Department Of Civil Engineering, SAVEETHA SCHOOL OF ENGINEERING,

SIMTS, CHENNAI, INDIA.

Abstract: The black cotton soil is expansive type of soil that expand suddenly and start swelling once it comes in-tuned with

wet. due to this property the strength and completely different properties of soil are very poor. Expansive type of soil shows

unpredictable behavior with completely completely different quite stabilizers. Soil stabilization is also a technique to treat a

soil to require care of, alter or improve the performance of soil. during this study, the potential of marble dust (by-product of

marble industry) and lime stone powder as useful additives to expansive soil is evaluated. The analysis involves the

determination of the advance at intervals the strength properties of expansive soil in its wild still as once mixed with varied

proportion of marble dirt and lime stone powder. The marble dirt in experimental program is obtained from cutting of marble.

The environmental degradation due to marble mining is way however the environmental degradation caused by the waste

from marble method plants. many researchers have reportable that marble has very high lime (CaO) content up to fifty fifth

by weight. The unconfined compression check is conducted by making the specimens of black cotton soil by adding the

variable percentages of marble mud and lime stone powder and square measure cured for 3, seven and fourteen days. The

fascinating modification at intervals the strength properties of the soil square measure discovered.

Key Words: Black cotton soil, lime stone powder, stabilization, compaction.

1. Introduction

For any land-based structure, the inspiration is

incredibly necessary and has got to be sturdy to

support the whole structure. so as for the inspiration

to be sturdy, the soil around it plays a really essential

role. So, to figure with soils, we'd like to own correct information concerning their properties and factors

that have an effect on their behavior. the method of

soil stabilization helps to attain the desired properties

during a soil required for the development work.

From the start of construction work, the need of

enhancing soil properties has come back to the

sunshine. Ancient civilizations of the Chinese,

Romans and Incas used varied ways to boost soil

strength etc., a number of these ways were therefore

effective that their buildings and roads still exist. In

India, the fashionable era of soil stabilization began

in early 1970’s, with a general shortage of fossil fuel

and aggregates, it became necessary for the engineers

to seem at suggests that to boost soil aside from

exchange the poor soil at the vacant lot. Soil stabilization is that the method of sterilization some

soil properties by totally different strategies,

mechanical chemical so as to supply associate

improved soil material that has all the specified

engineering properties. Soil stabilization was used

however owing to the employment of obsolete

strategies and conjointly owing to the absence of

correct technique, soil stabilization lost favour. In

recent times, with the rise within the demand for infrastructure, raw materials and fuel, soil

stabilization has began to take a replacement form.

With the supply of higher analysis, materials and

instrumentation, it's rising as a preferred and cost-

efficient methodology for soil improvement.

Here, during this project, soil stabilization has been

finished the assistance of admixtures like waste

marble dirt powder and lime stone powder. The

engineering properties and strength characters of the

soil are studied. the development within the shear

strength parameters has been stressed upon and

comparative studies are distributed victimization

totally different strategies of shear resistance

measure.

2. SCOPE OF INVESTIGATION

International Journal of Pure and Applied MathematicsVolume 119 No. 17 2018, 311-322ISSN: 1314-3395 (on-line version)url: http://www.acadpubl.eu/hub/Special Issue http://www.acadpubl.eu/hub/

311

2.1 To determine the effects of Lime stone

powder and Lime stone powder as a stabilizing

agent on Black cotton soil.

2.2 To improve the compaction characteristics

of Black cotton soil by addition of 10%, 15%

and 20% of Lime stone powder powder.

2.3 To evaluate the strength characteristics of

Black cotton soil with different percentages of

Lime stone powder powder with different

proportions.

2.4 To improve the engineering properties of the

Black cotton soil and make it suitable for

construction.

2.5 To increase the bearing capacity of soil.

2.6 To reduce the swelling and shrinkage behavior of

soil.

3. NEED FOR STABILIZATION

3.1 Soil Stabilization is the cost-effective, long-

term physical and chemical alteration of soils to

enhance their physical properties.

3.2 It can improve shear and unconfined

compressive strengths, and permanently lower

the soil’s permeability to water.

3.3 Soil stabilization helps increase the strength

of the existing soil to improve its capacity for

load bearing and allows increase and evenly

distributed support to the structure.

3.4 Soil stabilization helps improve, the bearing

capacity of the foundation and its strength,

water tightness, resistance to washout.

4. NEED FOR STABILIZATION

4.1 Soil Stabilization is the cost-effective, long-

term physical and chemical alteration of soils to

enhance their physical properties.

4.2 It can improve shear and unconfined

compressive strengths, and permanently lower

the soil’s permeability to water.

4.3 Soil stabilization helps increase the strength

of the existing soil to improve its capacity for

load bearing and allows increase and evenly

distributed support to the structure.

4.4 Soil stabilization helps improve, the bearing

capacity of the foundation and its strength,

water tightness, resistance to washout.

5. ADVANTAGES OF SOIL STABILIZATION

5.1 Substantial Savings

Stabilizing the present subgrade, the prices related to

excavating the present soil, removing it from the

positioning, and commutation it with appropriate

materials are eliminated. this may end in substantial

savings to the owner.

5.2 Reduces Weather Related Delays

In areas wherever the climate and climate stop

website work throughout sure times of the year, soil

stabilization is also used to treat unstable soils so as

to continue website work. this could impact

construction schedules Associate in Nursing

exceedingly in a very positive means and translate

during a price savings for an owner WHO doesn't

have to be compelled to look ahead to weather to

continue work on the project.

5.3 Eliminates Supply Problems

In spaces wherever replacement of existing material

is problematic principally if the positioning is found

in an exceedingly remote area wherever combination

provide is price preventative to import, soil

stabilization becomes a price effective different.

5.4 Additional Material Reduction

In road sections or parking areas, the sections of base

material and asphalt paving is also reduced if the

prevailing subgrade is stabilised so as to make decent

strengths. This reduction within the sections of base material and asphalt paving can even produce price

savings to the owner.

6. APPLICATIONS OF SOIL STABILIZATION

6.1 Soil stabilization is employed in several sectors of

the development trade. Roads, parking heaps, field

runways, building sites, landfills and soil redress all

use some style of soil stabilization.

6.2 The use of soil stabilization for slope protection,

dam and dam cores, resistant liners and maintenance

International Journal of Pure and Applied Mathematics Special Issue

312

accessibility are possible supported each economical

and repair life issues.

6.3 Other applications embody waterway

management, mining and agriculture.

6.4 Pavements, particularly versatile pavements,

square measure perpetually below dynamic

conditions, therefore they're inherently unstable.

Water infiltration weakens the underlying soil

condition and variable loading moves those

conditions throughout the pavement structure. the

utilization of chemical stabilization in road style

speaks on to these problems with long-run life-cycle

stability.

6.5 Synthetic Sports Fields: The new artificial sports

fields area unit standard for his or her high sturdiness

and low maintenance options. one among the most

important installation wants of artificial fields is

associate degree acceptable system. These turf

systems permit water to permeate through the surface to be collected by either a blanket or manifold

system. A stabilised mat structure underneath a

blanket drain system or integrated into a manifold

system permits for associate degree resistant, high-

strength soil structure that's maintained even once

saturated over time.

7. MATERIALS

7.1 BLACK COTTON SOIL

Fig. 7.1(a) Black cotton soil

Black cotton soils contain minerals like clays that

area unit capable of fascinating water. after they

absorb water they increase in volume. The a lot of water they absorb the a lot of their volume will

increase. this modification in volume will exert

enough force on a building or alternative structure to

cause injury. Black cotton soils will shrink after they

dry out. This shrinkage will take away support from

buildings or alternative structures and lead to

damaging subsidence. Fissures within the soil also

can develop. These fissures will facilitate the deep

penetration of water once wet conditions or runoff

happens. This produces a cycle of shrinkage and

swelling that places repetitive stress on structures.

Soils with a high share of swelling clay have a really

high affinity for water part attributable to their little size and part attributable to their positive ions. Soils

with a high share of swelling clay have a really high

affinity for water part attributable to their little size

and part attributable to their positive ions.

7.1.1 PROPERTIES OF BLACK COTTON SOIL

Rich proportion of montmorillonite is found in Black

cotton soil from mineralogical analysis. High share of

montomoriillonite renders high degree of

expansiveness. These property results cracks in soil

with none warning. These cracks might generally

extent to severe limit like ½” wide and 12” deep. thus building to be founded on this soil may suffer severe

damage with the change of atmospheric conditions.

As malleability index and linear shrinkage minimized

with the rise of lime content, a mix of each lime and

cement is critical for adequate stabilization of road

bases for serious wheel masses on the black cotton soils. antecedently derived results from African and

Indian black cotton soils are matched with these

results.

7.2.2 Structure We have already noticed that of black cotton soil of

different region show considerable variation of properties.so while explaining any property, we will

try to mention region where the tests were conducted.

7.1.3 Infiltration rate Black cotton soil shows high

bulk density in dry condition and low worth at

swollen stage. counting on wet condition bulk density

of those soils is also (1~2) gm/cm3 .Black cotton soil

of yankee origin have bulk density starting from

(1.81~2.08) gm/cm3. once more some researchers

suggested to correct bulk density of black cotton soil for explicit wet content [25% w/w]. It facilitates to

scale back errors ascertained attributable to initial wet

content in these soils. Following table helps U.S.A. to

comprehend this truth.

7.1.4 Adsorption

We know water molecule behaves as electrical

dipoles, of that charge is placed close to atoms 2

element and have electric charge close to gas atom.

this permits water molecules to interact/attract

neighbour charged particles. The mechanism of


313

conterminous water molecules with clay crystals is

termed as sorption.

Montmorillonite is that the key compound of black

cotton soil which might absorb great amount of water

molecules. The adsorbable water takes place their

position between crystal sheets of montmorillonite

that yields massive volume modification because of

presence of water.

7.1.5 Shrinkage Black cotton soil is sometimes glorious a pricy soil;

however the mass that expand underneath wetting

can shrink when drying. The shrinkage method

typically related to cracking. The shrinkage method

typically related to cracking. once structural issue

cares shrinkage is a lot of damaging than swelling.

Swelling method affects to lighter building than

heavier one. As vertical growth is also lessened by

mass of structure. however shrinkage is harmful to

any or all style of structures and careful style and

generally limitation of loading is also required to be

obligatory. looking on moisture-volume relation, 3

stages shrinkage ar outlined (Ritchie , 1980); these

are:

a. Structural shrinkage; in this stage water is lost due

to air drying from large pores in soil i.e. no volume

change is occurred.

b. Normal shrinkage, this shrinkage facilitates us to

determine COLE (coefficient of linear expansion).

Water is lost due to matric potentials of (-0.3~ -15)

bars

c. Residual shrinkage, admittance shrinkage potential

conjointly accountable for this shrinkage however

vary is -15 bars to -20 bars. Water is lost from crystal

of montmorillonite. No important amendment in

volume is occurred as air fills inter-crystalline areas.

d. That is, initial and last stage of wet loss doesn’t

contribute to important volume amendment. different

structural volume changes in these soils ar

slickensides, gilgais etc.

7.1.6 PH

Black cotton soils have consistent chemical properties and that don't seem to be abundant

influenced by their formation. The chemical tests on

these soils of Sudan, Ethiopia, Asian country and

plenty of different regions of Australia and continent

show that their pH varies among ranges of 7.5 ~ 8.5

(variation is also region to region or among profiles

with increase in depth). PH is attributed to profile

attributable to presence of CaCo3; metal and Mg

bases dominate in these soils. In some tropical areas

exchangeable atomic number 11, as a result of

irrigation or below natural gravity flow (area situated

at valleys), could also be accumulated over prime surface of soil. once underlying soil is black cotton

soil containing high proportion of montmorillonite

pH could reach to nine.5 which can destroy soil

structure.

Table 7.1 Physical properties of the Black

cotton soil used in the present study

Fig. 7.2(a) Lime stone powder Powder

7.2 LIME STONE POWDER


314

Marble may be a shining stone that is recognized for

its uniform and sleek texture, colour, moderate

hardness and its ability to be quarried into huge

blocks, shiny and sleek polished surface which

supplies a satiny feel. In earth science terms, it's a

stone that is formed by the geologic process of the

lime stone beneath extreme thermal and pressure

energy. the most states that area unit according for

the marble existence area unit Rajasthan, Haryana,

Gujarat, Jammu and Jammu and Kashmir etc.

Waste lime powder is that the by - product of the

marble trade that is generated throughout cutting and

grinding of marble. The waste generation is about

four-hundredth of the entire marble handled once a

year.it has connexion as a result of annually

regarding sixty eight million of marble is factory-

made everywhere the globe. The waste is created

from the industries within the sort of each solid and

suspension. The solid waste is generated on the mine

sites or at the process units and suspension is within

the semi- liquid type generated throughout sawing

sharpening operations. The disposal of marble dirt

within the open ground creates serious threats for the

general public health and for the surroundings. it

should additionally percolate through the soil and

affects the bottom water.

7.2.1 ENGINEERING APPLICATIONS

OF LIME STONE POWDER

a. Finely ground marble or carbonate powder may be

a part in paper, and in client product like dentifrice,

plastics and paste.

b. It is employed as a coating pigment for paper as a

result of its high brightness and as a paper filler as a

result of it's strengthens the sheet and imparts high

brightness.

c. It is employed in paints as a result of it's a decent

filler and extender and it's weather resistant.

7.2.2 SCIENTIFIC RESEARCH

The main purpose of the analysis is Associate in

Nursingalyze the likelihood of utilizing marble mud

cutting and sprucing method in marble factories and

RHA is an agricultural waste material and super

pozzolonic material and reduced the price. an honest

method of utilizing this material is to use it for

creating high performance concrete which suggests

high workability and high strength and term

sturdiness of concrete.

8. METHODOLOGY

The following laboratory tests have been

carried out according to the specification

of IS: 2720.

8.1 Moisture content test

8.2 Specific gravity test

8.3 Particle size distribution

8.4 Liquid limit test

8.5 Plastic limit test

8.6 Shrinkage limit test

8.7 Compaction test

8.8 Unconfined compression test

8.1 MOISTURE CONTENT TEST

Definition: Moisture content is the ratio of the mass

of water in a sample to the mass of solids in the

sample, expressed as a percentage.

Procedure:

8.1.1 The number of the container is recorded,

cleaned, dried and weighed.(W1)

8.1.2 About 15-30 g of soil is placed in the container

and the weight of soil with the sample is

recorded.(W2)

8.1.3 The can with the soil is placed in oven for

24hours maintained at a temperature 1050 to 1100C.

8.1.4 After drying the container is removed from the

oven and allowed to cool at room temperature.

8.1.5 After cooling the soil with container is

weighed.(W3).

Calculation:

water content =(W2 − W3)

(W3 − W1)∗ 100%

W1=Mass of container, g

W2=Mass of container and wet soil, g W3=Mass of container and dry soil, g

8.2 SPECIFIC GRAVITY TEST


315

Definition: It is defined as the ratio of the

unit weight of substance to that of water at

constant temperature.

Procedure:

8.2.1 Clean and dry the pycnometer bottle.

8.2.2Weigh the empty bottle with its cone tightly

screwed on (W1).

8.2.3 Take about 200g of oven soil sample which is

cooled in a desiccators. Transfer it to the bottle. Find

the weight of the pycnometer bottle and soil (W2).

8.2.4 Fill the bottle completely with distilled water,

place the cone and screw it and keep the bottle under

constant temperature water baths.

8.2.5 Take the pycnometer bottle and wipe it clean

and dry note. Now determine the weight of the bottle

and the contents (W3).

8.2.6 Now empty the pycnometer bottle and

thoroughly clean it. Fill the bottle with only distilled

water and weigh it. Let the weight be W4.

Calculation:

𝐬𝐩𝐞𝐜𝐢𝐟𝐢𝐜 𝐠𝐫𝐚𝐯𝐢𝐭𝐲 =(𝐖𝟐 − 𝐖𝟏)

[(𝐖𝟐 − 𝐖𝟏) − (𝐖𝟑 − 𝐖𝟒)]

W1 = Empty weight of pycnomete

W2 = Weight of pycnometer + soil

W3 = Weight of pycnometer + soil + full water

W4 = Weight of pycnometer + full water

8.3 PARTICAL SIZE DISTRIBUTION

A sieve analysis (or gradation test) could be a apply

or procedure used to assess the particle size

distribution (also known as gradation) of a granular

material. the scale distribution is commonly of

important importance to the means the fabric

performs in use. A sieve analysis are often performed

on any sort of non-organic or organic granular

materials as well as sands, gravel, clays, granite,

feldspars, coal, soil, a large vary of factory-made

powders, grain and seeds, all the way down to a minimum size looking on the precise technique.

Being such a straightforward technique of particle

size, it's in all probability the foremost common.

The method of distribution of particles is expressed

quantitatively by the proportion by weight of the

varied sized particles within the soil within the

decreasing magnitude the results of grain size

analysis is given within the style of grain size

distribution curve during which additive share finer

than identical grain size ar planned against these size

the later being on ordered series.

8.3 LIQUID LIMIT

The liquid limit of a soil is that the water content at

that the soil behaves much sort of a liquid, however

has tiny shear strength. it's outlined because the

minimum water content at that the soil remains within the liquid state, however has tiny cutting

strength against flowing.The Liquid Limit of Soil is

decided as per IS: 2720 (Part-V).It flows to shut the

groove in precisely twenty five blows in

Casagrande’s liquid limit device.As it is tough to

induce precisely twenty five blows in a very take a

look at, three to four take a look ats square measure

conducted and therefore the range of blows (N)

needed in every test is decided. A semi-log plot is

then drawn between log N and therefore the water

content (w). The liquid limit is that the water content

admire N=25, as obtained from the plot.

8.4 PLASTIC LIMIT

The plastic limit is outlined because the wetness content at that soil begins to behave as a plastic

material. A plastic material is formed into a form and

therefore the material can retain that form. If the

wetness content is below the plastic limit, it's

thought-about to behave as a solid, or a non-plastic

material. because the wetness content will increase

past the plastic limit, the liquid limit are approached.

The Plastic limit of soil is decided as per IS: 2720

(part V), Specification. it's the water content below

that the soil mass stops behaving sort of a plastic material. It begins to broken, once rolled into a thread

of 3mm in diameter. At this water content, the soil

loses its physical property and passes to a semi solid

state. atiny low increase in wetness on top of the

plastic limit can destroy the cohesion of the soil.

8.5 SHRINKAGE LIMIT

As the soil loses wetness, the degree is additionally reduced by the decrease in water content. But, at a

specific limit the wetness reduction causes no more

volume amendment. A shrinkage limit take a look at

provides a quantitative indication of what proportion

wetness will amendment before any important

volume amendment and to conjointly indication of

amendment in volume. The shrinkage limit is

beneficial in areas wherever soils bear giant volume


316

changes once hunting wet and dry cycles.The

shrinkage limit of soil is decided as per IS: 2720 (part

V). it's the water content wherever more loss of

wetness won't end in any longer volume reduction.

The shrinkage limit is way less unremarkably used

than the liquid and plastic limits. it's the minimum water content at that a soil remains in saturated

condition.

8.5 COMPACTION TEST

Indian normal light-weight compaction tests ought to

be performed as per provisions in IS:2720 part-6

(1974). The tests are conducted for numerous

combine proportions of soil and rice husk ash and

lime sludge as admixtures in several proportions. Dry

density v/s wet content graphs square measure

planned and therefore the most dry density and

optimum wet content were determined for every

combine.

This experiment provides a transparent relationship

between the dry density of the soil and therefore the

wet content of the soil. The experimental setup

carries with it (i) cylindrical metal mould (internal

diameter – ten.15 cm and internal height eleven.7

cm), (ii) detachable base plate, (iii)collar (5cm

effective height), (iv) ram (2.5kg). Compaction

method helps in increasing the majority density by

driving out the air from the voids. the speculation

employed in the experiment is that for any

compactive effort, dry density depends upon the wet

content within the soil. the utmost dry density (MDD)

is achieved once the soil is compacted at

comparatively high wet content and the majority the

air is driven out, this wet content is termed optimum

wet content (OMC). when plotting the info from the

experiment with water content as cartesian coordinate

and dry density because the ordinate, we will acquire

through OMC and MDD.

8.7UNCONFINED COMPRESSION TEST

The unconfined compressive strength is defined as the compressive stress at that Associate in Nursing

unconfined cylindrical specimen of soil can fail

during a simple compression check. The unconfined

compressive strength tests ought to be conducted on

soil, soil-RHA, soil-lime sludge, soil-RHA-lime

sludge proportions, as per IS 2720 half X (1973). All

the samples area unit ready by static compaction at

optimum wetness content and most dry density to

take care of same initial dry density and water

content. The check was conducted underneath a

relentless strain rate of 1.5mm/min. The purpose of this check is to work out the shear strength parameters i.e., Angle of cutting off

resistance and cohesion of a given soil sample.

The equipment consists of a sq. brass box split horizontally at the amount of the centre of sample

that is control between grills or porous plates. the

traditional load is applied by a lever system. Shear

load at a notable strain rate applied to at least one

portion of box and displacement measured by a dial gauge.

8.5.1 Preparation of test Specimen

a. Sample is also ready by compacting the soil at

the specified water content and dry density very

compaction mould so cut by the sampling tube.

b. Alternatively remolded specimen is also ready directly within the split mould.

8.8.2 Testing procedure: a. Measure the initial length and diameter of the

specimen.

b. Place the specimen on the lowest plate of the

loading device.

c. Adjust the higher plate to create contact with

the specimen.

d. Set the load dial gauge (proving ring) and

strain dial gauge to zero.

9. RESULTS AND DISSCUSION

9.1 COMPACTION TEST

The compaction curve is planned between wet

content and dry density. the height worth of the

density is termed most dry density and admire this,

the wet content is termed optimum wet content.

Compaction method helps in increasing the majority

density by driving out the air from the voids. the idea

utilized in the experiment is that for any compactive

effort, dry density depends upon the wet content

within the soil. the utmost dry density (MDD) is

achieved once the soil is compacted at comparatively

high wet content and the majority the air is driven

out, this wet content is named optimum wet content

(OMC). when plotting the info from the experiment

with water content as cartesian coordinate and dry

density because the ordinate, we are able to get the OMC and MDD and a few of the equations to


317

calculate the wet density, wet content and dry density

square measure given below:

𝒘𝒕. 𝒅𝒆𝒏𝒔𝒊𝒕𝒚 =𝒘𝒕.𝒐𝒇 𝒘𝒆𝒕 𝒔𝒐𝒊𝒍 𝒊𝒏 𝒎𝒐𝒖𝒍𝒅

𝒗𝒐𝒍.𝒐𝒇 𝒎𝒐𝒖𝒍𝒅 𝒊𝒏 (𝒈/𝒄𝒎3)

𝐦𝐨𝐢𝐬𝐭𝐮𝐫𝐞 𝐜𝐨𝐧𝐭𝐞𝐧𝐭 (%) =𝐰𝐭. 𝐨𝐟 𝐰𝐚𝐭𝐞𝐫

𝐰𝐭. 𝐨𝐟 𝐝𝐫𝐲 𝐬𝐨𝐢𝐥∗ 𝟏𝟎𝟎

𝒅𝒓𝒚 𝒅𝒆𝒏𝒔𝒊𝒕𝒚 =𝒘𝒆𝒕 𝒅𝒆𝒏𝒔𝒊𝒕𝒚

𝟏+% 𝒐𝒇 𝒎𝒐𝒊𝒔𝒕𝒖𝒓𝒆 𝒄𝒐𝒏𝒕𝒆𝒏𝒕 𝒊𝒏 (𝒈/𝒄𝒎3)

9.1.1 COMPACTION TEST RESULT FOR

BLOCK COTTON SOIL ALONE

Above graph shows that the coordinate axis

represents the water content in command of and

coordinate axis represents the dry density in g/cm3. It

represents the compaction results of Black cotton soil

alone with the most dry density of 1.85 g/cm3 at the

corresponding optimum wet content of 24%.

9.2 UNCONFINED COMPRESSION TEST

Fig. 9.2(a) Unconfined compression test specimen

before and after test.

The strength properties of soil may be determined by

experimental investigation. within the gift study

Unconfined Compression check is conducted. The

black cotton soil has been stable with completely

different percentages of Marble mud powder, Lime

stone powder and tested for unconfined compression

strength.

Unconfined compressive strength tests were

conducted to research the consequences of Marble

mud powder and Lime stone powder on the strength

and mechanical behavior of black cotton soil and

black cotton soil treated with these admixtures on an

individual basis and for the mixtures too. Black

cotton soil with and while not reinforcement,

additives were ready at most capacity measure weight and optimum wetness content determined from

compaction take a look at. Specimens were ready at

every compression take a look at with the chosen

content and additives. Extreme care was taken in

making ready the specimens, natural process the

specimen and conducting the take a look at thus on

keep the specimens intact. that the specimens used

were 38mm diameter and 87mm height. Observation

of failing unreinforced clayey soil specimen

unconcealed shear failure plane and with the addition

of reinforcing additives the specimen bulged in compression. These failure modes were discovered

all told specimens. This unconfined compressive

strength is continual for natural process days of

immediate, once zero day, 3 days , seven days and

fourteen days at the loading rate of one.25mm/min

till the samples failing in take a look at.

10. MIX PROPORTION:

10.1 Black cotton soil with a varying percentage of

lime stone powder:

a. BC SOIL +5% LIME

b. BC SOIL +10% LIME

c. BC SOIL +15% LIME


318

d. BC SOIL +20% LIME

10.4 Unconfined compressive test results on

black cotton soil varying percentage of lime

stone powder on immediate day:

Above graph indicates the unconfined compressive

strength results on black cotton soil alone and

different composition of BC soil with lime stone

powder respectively. Once the reading are obtained

plot a graph for shear stress(kg/cm²) v/s displacment

as shown above. The strength of soil is maximum for

the combination of BC soil+20%lime of about

2.49Kg/cm² for a immediate period.

10.5 Unconfined compressive test results on black

cotton soil varying percentage of lime stone

powder on third day:



different composition of BC soil with lime stone powder respectively. Once the reading are obtained






cotton soil with varying percentage of lime stone

powder on seventh day:




powder respectively. Once the reading are obtained plot a graph for shear stress(kg/cm²) v/s displacment


319





cotton soil with varying percentage of lime stone

powder on fourteenth day:




powder respectively. Once the reading are obtained



the combination of BC soil+15%lime of about 4.31Kg/cm² for a 3 days period.

11. CONCLUSION

The following conclusions can be drawn from

the experimental results on Stabilization of

Black cotton soil with and Lime stone powder

with varying percentages.

11.1 It can be concluded that there is an

improvement of all the geotechnical properties

of and lime stone powder treated black cotton

soil.

11.2 From the results of unconfined compression test it is observed that the

maximum unconfined compression strength is

obtained by addition of 15% lime to the Black

cotton soil.

11.3 The unconfined compression strength of

the soil increased as the curing period of the

specimen increases.

11.4 A reduction in plasticity index causes a

significant decrease in swell potential .This

results confirm that the mix (lime15%) hardens,

such that it possesses less damage to the

building in site due to settlement. when the soil

is mixed with these percentage as compare to

the soil strata.

11.5 From the economic analysis it is found

that, a substantial save in cost of construction is

possible by making use of two waste materials like lime stone powder can be utilized to

strengthen the Black cotton soil.

11.6 It can be concluded that the soil treated

with lime stone powder can be utilized as a soil stabilizer which minimize the settlement

problems and the same can reduce the

environmental issues.

12.REFERENCES:

[1] Dr. B C Punmia, Ashok Kumar Jain, Arun

Kumar Jain ,“Soil Mechanics And Foundations”

Laxmi Publications Pvt. Ltd. 16th Edition.

[2] Prof.Guruprasad Jadhav, Mr.Gavhane Dinesh & Mr.Behere Babaso “An Experimental

study On Stabilisation Of Expansive Soil Using

Admixtures” IJSTM-2016.

[3] Rakhil Krishna R &Devi Krishnan “Review On The Effect Of Waste Ceramic Dust On The

Geotechnical Properties Of Expansive Soils”

IRJET-2016.

[4] H.Venkateswarlu , A.C.S.V Prasad , Dr. DSV Prasad & Dr.GVR Prasada Raju “Study on Behavior

of Expansive Soil Treated With Quarry Dust” IJEIT-

2015.

[5] Shailendra Singh & Hemant B. Vasaikar “Stabilization of Black Cotton Soil using Lime”

IJSR-2015.

[6] Akshaya Kumar Sabat “Engineering Properties

Of An Expansive Soil Stabilized With Rice Husk

Ash And Lime Sludge” IJET-2014.


320

[7] Jagmohan Mishra ,R. K.Yadav & A. K. Singhai

“Effect Of Granite Dust On Engineering Properties

Of Lime Stabilized Black Cotton Soil” IJERT-2014.

[8] Muthu Kumar M & Tamilarasan V S “Effect Of

Eggshell Powder In The Index And Engineering

Properties Of Black Cotton Soil” IJETT-2014.

[9] Akshaya Kumar Sabat “A Review Of Literature

On Stabilization Of Expansive Soil Using Solid

Wastes” EJGE-2014.

[10] Monica Malhotra & Sanjeev Naval

“Stabilization OF BLACK COTTON Soil Using Low

Cost Materials” Ijeit-2013.

[11] H.N.Ramesh, A.J.Krishnaiah & S.Shilpa Shet

“Effect Of Lime On The Index Properties Of Black

Cotton Soil And Mine Tailings Mixtures” IRJET-

2013.

[12] Dr. Ravi Kumar Sharma & Chayan Gupta

“Influence Of Waste Materials On Geotechnical

Characteristics Of Expansive Soil” IJERT-2013.

[13] Johnny Bolden, Taher Abu-Lebdeh and Ellie

Fini, “Utilization of Recycled and Waste Materials in

Various Construction Applications” American

Journal of Environmental Science, 2016.

[14] Monica Malhotra, Sanjeev Naval, “Stabilization of Expansive Soils Using Low

Cost Materials” International Journal of

Engineering and Innovative Technology vol-2,

2013.

[15] Mrs. M. Yogeshkumari, “A Study on the

Behaviour Clay with Eggshell Powder”,

International Journal of Recent trends in

Engineering and Research, Volume 2, Issue 10,

2016 [ISSN: 2455-1457].

[16] Prabhu P. James, NissyMathachan, “Effect

of Curing on Soil Stabilized with Egg Shell”,

International Journal of Science Technology

aand Engineering; Vol 2; Issue 12; 2016.

[17] P. T. Ravichandran, A. Shivaprasad, K.

Divya Krishnan, “Effect of Addition of Waste

Tyre Crumb Rubber on Weak Soil

Stabilization”, Indian Journal of Science and

Technology, Vol 9(5);2016.

[18] R. Annadurai, P.R. KannanRajkumar, “Study on Effect of Crumb Rubber on Behavior

of Soil”, International Journal of Geomatics and

Geosciences; Volume 4, No. 3, 2014.

[19]SK Grag “Soil Mechanics and Foundation

engineering” Kanna Publishers. 2009.

[20] Stephen Guggenheim,R. T. Martin (1995).

“Definition of Clay and Clay Mineral Joint

Report of the Aipea Nomenclature and CMS

Nomenclature Committees”Clays and Clay

Minerals, Vol. 43.


321

322

Documents

STABILIZATION OF BLACK COTTON SOIL BY USING LIMESTABILIZATION OF BLACK COTTON SOIL BY USING LIME STONE B.JAYA PRAKASH REDDY 1, S.AANDAVAN 2 1Final Year Student, Department Of Civil